CN101418543B - Self-anchored rope-suspension bridge inclined drawing construction method - Google Patents

Self-anchored rope-suspension bridge inclined drawing construction method Download PDF

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Publication number
CN101418543B
CN101418543B CN 200810203207 CN200810203207A CN101418543B CN 101418543 B CN101418543 B CN 101418543B CN 200810203207 CN200810203207 CN 200810203207 CN 200810203207 A CN200810203207 A CN 200810203207A CN 101418543 B CN101418543 B CN 101418543B
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Prior art keywords
cable
bridge
self
suspension
main push
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CN101418543A (en
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郝维索
张剑英
戴建国
沈洋
吴东升
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Shanghai Municipal Engineering Design Insitute Group Co Ltd
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Shanghai Municipal Engineering Design Insitute Group Co Ltd
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Abstract

The invention discloses a method for the cable-stayed construction of a self-anchoring type suspension bridge. The method is characterized by utilizing a permanent bridge tower of the self-anchoring type suspension bridge; a temporary stayed cable is stretched; suspending arms are spliced to form a girder section; after a cable-stayed bridge is folded, a main cable and a sling are mounted; and the self-anchoring type suspension bridge is formed through system conversion. In deep water, tidal bore or a navigation water area, the self-anchoring type suspension bridge adopting the cable-stayed construction method has the following advantages: (1) navigation and flood discharging are not influenced; (2) collision risk of ships is small; (3) the construction is rapid; and (4) temporary facility has low expense.

Description

A kind of self-anchored rope-suspension bridge inclined drawing construction method
Technical field
The present invention relates to field of bridge construction, be specifically related to a kind of self-anchored rope-suspension bridge inclined drawing construction method.
Background technology
Self-anchored suspension bridge is not established anchorage, but relies on girder to come the balance tension of main cable.This structural system has determined self-anchored suspension bridge must adopt the sequence of construction of cable behind the first beam, namely at first set up girder, treat girder be bearing in become continuous structure on some interim strong points after, main push-towing rope and hoist cable are installed again, form self-anchored suspension bridge through system conversion.
Built at present both at home and abroad or at the self-anchored suspension bridge of building, main beam supporting all adopts standoff job practices, comprised full framing method and limited bracket method etc.The former sets up full framing in water, adopt cast in situs or assembling construction; The latter then sets up some temporary rest piers in water, adopt incremental launching method or big segment lifting method construction.
In deep water, tidal bore and navigable waters, self-anchored suspension bridge adopts when the construction of support method is arranged and has the following disadvantages:
(1) support influence navigation and flood discharge;
(2) there is the risk of being clashed into by passing ships in support;
(3) water medium-height trestle temporory structure expense is higher.
Summary of the invention
The object of the present invention is to provide a kind of self-anchored rope-suspension bridge inclined drawing construction method, this job practices need not adopt support, has therefore overcome the above-mentioned defective that has stand construction method to exist.
In order to realize this purpose, technical scheme of the present invention is as follows: a kind of self-anchored rope-suspension bridge inclined drawing construction method, it is characterized in that utilizing the permanent bridge tower of self-anchored suspension bridge, the interim suspension cable of stretch-draw, free cantilever erection girder sections, after closing up the formation cable stayed bridge, main push-towing rope and hoist cable are installed again, conversion forms self-anchored suspension bridge through system.
In deep water, tidal bore or navigable waters, self-anchored suspension bridge adopts inclined drawing construction method to have the following advantages: (1) does not influence navigation and flood discharge; (2) the ship collision risk is little; (3) speed of application is fast; (4) the temporory structure expense is lower.
Description of drawings
Fig. 1 is one of construction schematic diagram of the present invention
Fig. 2 is the lateral view of Fig. 1
Fig. 3 is two of construction schematic diagram of the present invention
Fig. 4 is the lateral view of Fig. 3
Fig. 5 is three of construction schematic diagram of the present invention
Fig. 6 is the lateral view of Fig. 5
Fig. 7 is four of construction schematic diagram of the present invention
Fig. 8 is the lateral view of Fig. 7
Fig. 9 is the partial enlarged drawing at A place among Fig. 8
Figure 10 is five of construction schematic diagram of the present invention
Figure 11 is the lateral view of Figure 10
Figure 12 is the partial enlarged drawing at B place among Figure 11
Figure 13 is six of construction schematic diagram of the present invention
Figure 14 is the lateral view of Figure 13
The specific embodiment
There is shown construction schematic diagram of the present invention.Fig. 1 is steps A, utilizes the permanent bridge tower of self-anchored suspension bridge, carries out king-tower 1 basis and abutment pier 2 foundation constructions, and makes girder sections 4.Fig. 3 and Fig. 4 are step B, use loop wheel machine transportation lifting girder sections 4 on the beam, adopt the method for the interim suspension cable 3 of stretch-draw, utilize oblique daraf(reciprocal of farad) symmetry semi girder assembly unit girder sections 4, from king-tower 1 assembly unit forward piecemeal to both sides; Fig. 5 and Fig. 6 are step C, realize that end bay closes up, and namely assembly unit girder sections 4 utilizes oblique daraf(reciprocal of farad) single-cantilever assembly unit girder sections 4 behind abutment pier 2, until in stride and close up, finally form cable-stayed bridge main-beam 7; Fig. 7~Figure 12 is step D, and funicular system is installed, and wherein among Fig. 7~Fig. 9, sets up cat road 8, sets up and initial stretch-draw main push-towing rope 9; Carry out the tight cable of main push-towing rope among Figure 10~Figure 12, cord clip and hoist cable 10 are installed, stretch-draw hoist cable 10 carries out the system conversion, is adjusted to design Suo Li; Figure 13 and Figure 14 are step e, progressively remove suspension cable 3, carry out the bridge floor construction, and ancillary facility is installed, and transfer suspender force eventually, remove the cat road, the construction of prevention work of main push-towing rope, suspension rod, parrel, and the bridge sound is carried test.
Striding the space self-anchored suspension bridge with certain double tower three below is that example is elaborated, and this spanning directly is 83+260+83m, and girder adopts separate type steel case beam, solely pillar bridge tower.Girder at first forms the double tower single plane cable stayed bridge after adopting oblique daraf(reciprocal of farad) to set up, and main push-towing rope and hoist cable are installed then, and conversion forms self-anchored suspension bridge through system.Its committed step comprises: tiltedly daraf(reciprocal of farad) free cantilever erection, funicular system installation, system conversion etc.
Oblique daraf(reciprocal of farad) free cantilever erection: at first be to adopt oblique daraf(reciprocal of farad) symmetry semi girder assembly unit girder sections piecemeal forward to both sides from king-tower, after the realization end bay closes up, utilize oblique daraf(reciprocal of farad) single-cantilever assembly unit girder sections.Girder sections length is with hoist cable spacing correspondence, and the beam section adopts shipping, and the loop wheel machine lifting is installed on the beam.After each girder sections installation, the corresponding suspension cable of stretch-draw anchor, the circulation construction forms single plane cable stayed bridge until the girder closure.Interim suspension cable can adopt guy of twisted steel cable to reduce engineering cost, and the oblique tensile tower end adopts the perforation mode to pass through continuously from body of the tower, and beam anchorage is on the horizontal connecting box of separate type steel case beam, and the stretch-draw end is at beam-ends, simple structure, easy construction.About suspension cable safety coefficient K=1.7, at the bottom of conventional cable stayed bridge safety factor.
Funicular system is installed: key problem in technology is the spatial relation of coordinating between suspension cable, cat road and the main push-towing rope three.Cat road, strand set up, tight cable and cord clip installation are all carried out in vertical guide, and suspension cable is positioned at central authorities, and cat road and main push-towing rope are positioned at the suspension cable both sides, and spacing should be able to guarantee tight cable machine working space.Behind the tight cable, at main push-towing rope permanent cord clip and interim cord clip are installed, and stretch-draw is some to interim hoist cable between main push-towing rope and girder, interim hoist cable is connected with main push-towing rope by interim cord clip, and purpose is to make main push-towing rope traversing to the inclined plane by vertical guide, basically forms the space line style.The space angle of control cord clip and hoist cable with become the bridge angle more approaching, when guaranteeing permanent hoist cable installation, in the inclined plane, can penetrate in the girder anchor tube.According to span, about the about 50m of general interim hoist cable spacing, permanent hoist cable spacing is about 10m.
System conversion: the permanent hoist cable of stretch-draw between main push-towing rope and girder, permanent hoist cable is connected with main push-towing rope by permanent cord clip, and adjust permanent hoist cable to designing Suo Li, girder weight is progressively transferred on hoist cable and the main push-towing rope by suspension cable, suspension cable progressively loosens, finish system conversion back and remove interim drag-line, interim cord clip and suspension cable, form self-anchored suspension bridge.
Employed technical standard and standard comprise among the present invention:
(1) " highway bridge and culvert design general specification " (JTG D60-2004)
(2) " highway bridge and culvert construction technique normalizing " (JTJ041-2000)
(3) " highway suspension bridge design specifications " (declaration original text)
(4) " road oblique roller bridge design details " (JTG/T D65-01-2007)

Claims (1)

1. self-anchored rope-suspension bridge inclined drawing construction method, it is characterized in that utilizing the permanent bridge tower of self-anchored suspension bridge, the interim suspension cable of stretch-draw, free cantilever erection girder sections, close up form cable-stayed bridge main-beam after, main push-towing rope and hoist cable are installed again, conversion forms self-anchored suspension bridge through system, this method may further comprise the steps: A, utilize the permanent bridge tower of self-anchored suspension bridge, carry out king-tower basis and abutment pier foundation construction, and make the girder sections; B, transportation promote the girder sections, adopt the method for the interim suspension cable of stretch-draw, utilize oblique daraf(reciprocal of farad) symmetry semi girder assembly unit girder sections, from king-tower assembly unit forward piecemeal to both sides, girder adopts separate type steel case beam, and interim suspension cable adopts guy of twisted steel cable, and the oblique tensile tower end adopts the perforation mode to pass through continuously from body of the tower, beam anchorage is on the horizontal connecting box of separate type steel case beam, and the stretch-draw end is at beam-ends; C, realize that end bay closes up after, utilize oblique daraf(reciprocal of farad) single-cantilever assembly unit girder sections, until in stride and close up, finally form the double tower single plane cable stayed bridge; D, funicular system are installed, set up the cat road, set up and initial stretch-draw main push-towing rope, the tight cable of main push-towing rope, cord clip and hoist cable are installed, cat road, strand set up, tight cable and cord clip installation are all carried out in vertical guide, suspension cable is positioned at central authorities, cat road and main push-towing rope are positioned at the suspension cable both sides, at main push-towing rope permanent cord clip and interim cord clip are installed, and stretch-draw is some to interim hoist cable between main push-towing rope and girder, interim hoist cable is connected with main push-towing rope by interim cord clip, purpose is to make main push-towing rope traversing to the inclined plane by vertical guide, basically forms the space line style; E, system conversion, the stretch-draw hoist cable is adjusted to design Suo Li, progressively removes suspension cable, carries out the bridge floor construction, and ancillary facility is installed, and transfers suspender force eventually, removes the cat road.
CN 200810203207 2008-11-21 2008-11-21 Self-anchored rope-suspension bridge inclined drawing construction method Active CN101418543B (en)

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Families Citing this family (15)

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Publication number Priority date Publication date Assignee Title
KR100969005B1 (en) * 2009-11-06 2010-07-09 동아대학교 산학협력단 Constructing method of suspension bridge and temporary cable therefor
CN102154990B (en) * 2011-05-13 2012-12-05 长沙理工大学 Electing method for side span overhang-middle span cable-stayed three-tower self-anchored type combination suspension bridge
CN102943439A (en) * 2012-10-24 2013-02-27 中铁大桥勘测设计院集团有限公司 Method for constructing large-span and self-anchored composite beam suspension bridge girder
CN103174087B (en) * 2013-04-01 2016-02-03 苏传海 A kind of suspension cable-oblique pull co-operative system comprising inclination hoist cable and variable cross-section main push-towing rope
CN104264579A (en) * 2014-10-21 2015-01-07 天津市市政工程设计研究院 Steel self-anchored suspension cable-cable-stayed cooperative system bridge
CN104264577A (en) * 2014-10-21 2015-01-07 天津市市政工程设计研究院 Self-anchoring suspension cable and stay cable cooperative system bridge with girder having variable cross-section
CN104631326A (en) * 2014-12-22 2015-05-20 广东省公路勘察规划设计院股份有限公司 Main beam cable-stayed suspension forming technological method for self-anchorage type suspension bridge
CN104746437B (en) * 2015-04-20 2016-10-05 中国铁建大桥工程局集团有限公司 A kind of self-anchored suspension bridge installation method
CN104790301B (en) * 2015-04-23 2018-01-19 中铁建设集团有限公司 A kind of cable-styled bridge system transform hoist cable tensioning one-time-reach-place construction method
CN105421236B (en) * 2015-10-29 2017-04-12 中交第二航务工程局有限公司 Closing method for cable-stayed and suspension composite bridge
CN105568856B (en) * 2015-12-23 2018-03-30 中铁大桥局集团有限公司 A kind of dilute cable stayed-cable bridge Suo Liang method for synchronously constructing
CN105672136B (en) * 2016-02-03 2017-05-17 中铁一局集团有限公司 Erecting construction process for large-span steel-concrete combination beam
CN107059637A (en) * 2017-05-16 2017-08-18 武汉工程大学 Long span self-anchoring type suspension bridge system conversion method
CN107587429B (en) * 2017-08-04 2018-10-23 东南大学 Cord clip of suspension bridge installation site modification method
CN111503373A (en) * 2020-04-17 2020-08-07 中国十七冶集团有限公司 Underground pipeline protection structure and construction method thereof

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